In this study, a three‐dimensional finite element model was established to simulate the dynamic response of a large‐scale steel‐reinforced concrete composite high‐pile wharf with a rock‐socketed steel sheath. The model is based on the second phase of the Chongqing Orchard Harbor structure project in conjunction with the project “Research on the mechanism of interface damage and energy dissipation of the structure of the large‐scale steel‐reinforced concrete composite high‐pile wharf in inland waters.” The stiffness of frame wharf is studied from the perspective of modal and transient dynamic analysis of structural dynamics. The distribution of the low‐order modal frequency is more uniform. With the increase of the order, the modal frequency of the structure shows a periodical jump. The overall stiffness of the frame structure is larger with the steel sheath, and the longitudinal stiffness is less than the transverse stiffness. Under the action of transverse impact load, the members and joints of the steel‐concrete structure exhibit synchronous mechanical response characteristics in the time domain. The peak values of displacement and stress of the structural joints occur 0.05 s after the peak value of the load‐time history, and the peak value of reverse response of force occurs at 2.3 s, which is markedly smaller than the peak value of the response of load direction. Reducing the local positional stiffness of the load point is beneficial to improve the stress of the entire structure. The weak links of the frame structure appear at the joints of the members. Because of the hoop action of the steel sheath, the stress of the reinforced concrete pile core is more uniform. The peak value of the equivalent stress of the steel sheath member is generally larger than that of the reinforced concrete pile core, and the stress is highly concentrated at the joints of the steel tube longitudinal and transverse braces.

To explore the pile‐soil interaction response in saturated sand under long‐term horizontal cyclic loading, a series of indoor 1 g model tests were carried out with self‐made loading equipment. In this paper, the self‐made loading system and test program are introduced firstly. Then, the long‐term horizontal cyclic loading‐induced pile top cumulative displacement, the rotation angle, the mono‐pile horizontal cyclic stiffness, the cyclic p-y curve, the pore water pressure, the soil settlement, and cracks around mono‐pile are fully studied. Based on the experimental results, the pile‐soil interaction response shows a two‐stage characteristic with the change in cycle (N), and the short‐term effects of horizontal cyclic loading are greater than the long‐term effects. In the first 1000 cycles, the cumulative displacement of pile top, the rotation angle of mono‐pile, and the pore water pressure could reach more than 90% of the final value. In addition, the cyclic p-y curve obtained by the test is generally smaller than the p-y curve calculated from the API specification, and the soil near the mono‐pile will settle with annular cracks under the cyclic loading.

Based on a Wharf project in Chongqing, this paper carries out experimental research and nonlinear finite element analysis on the impact resistance of steel casing rock socketed pile of inland river frame Wharf under horizontal impact load. The results show that the impact force and its growth rate, the bending moment of concrete pile core, and the maximum lateral displacement of pile top increase significantly with the increase of impact energy, and the linear increase of the maximum displacement of pile top is better. Under the same impact energy, with the increase of impact mass, the maximum impact force decreases, the maximum bending moment of concrete pile core and its vibration center value (platform value) increase, and the maximum displacement of pile top and its vibration center value (platform value) increase. Based on the impact mass m threshold, the criterion of different dynamic response forms of pile body is proposed. The impact mass threshold corresponds to the development of plastic hinge at the root of pile body. Through the parametric analysis method, it is obtained that the impact mass, impact velocity, and the maximum displacement of pile top meet the parabolic spherical relationship.

To investigate the wave‐ and current‐induced seabed response near a fully buried subsea pipeline, a two‐dimensional coupled model for fluid‐seabed‐pipeline interaction (FSPI‐2D) is developed within the framework of COMSOL multiphysics. Different from previous studies, both the wave‐current interaction and the nonlinear pipeline‐soil contacts are considered in the present model. In this paper, Biot’s consolidation mode is used to govern the fluid‐induced seabed response, and combined Reynolds averaged Navier–Stokes (RANS) equation with the k-ε turbulence model is employed to simulate the fluid propagation. Meanwhile, the pipeline is treated as a linear elasticity. Firstly, the effectiveness of the new model is verified by laboratory experiments from previous reports. Then, the numerical model is employed to examine the effects of nonlinear pipeline‐seabed contacts and fluid characteristics on the seabed response around the structure. Finally, the momentary liquefaction near the fully buried pipeline is studied based on the 2D coupled model.

Waves generated by landslides into water cause great harm to wharfs. Hence, the surge wave pressure generated by the landslide serves as an important reference for the structural design of wharfs in reservoir areas. In this study, a series of hydraulic model tests were performed to study the energy and wave pressure produced by the surge. According to wave pressure‐time curves, the extreme values of sudden transient changes in wave pressure are obtained. The mechanism and influencing factors of surge wave pressure on vertical wharf buildings are expounded. On this basis, a formula to calculate the wave pressure exerted by landslide surge on the pile foundation of an overhead vertical wharf is developed. A large number of experiments show that the empirical formula is in good agreement with the experimental data.